Erection method for structural system

ABSTRACT

A structural system includes a building unit comprising at least a pair of spaced apart concrete wall slabs which support a concrete floor slab thereon which is connected directly to the wall slabs by the use of bolting means and tie plates embedded in the wall and floor slabs. The end portions of the floor slab have recesses therein which have tie plates extending across at least a portion thereof. The top portions of the wall slabs have tie plates protruding therefrom. The wall and floor slab tie plates have apertures therein which are aligned to form through holes, the bolting means being connected through these through holes to form a self-supporting building unit. Adjacent building units in the structure share a common wall slab and the adjacent end portions of adjacent floor slabs associated therewith are directly connected to each other and to the common wall slab by aligning the apertures in the associated tie plates to form through holes, bolting means being connected therethrough. A plurality of floor slabs may be supported between a pair of common wall slabs with the end portions of the floor slabs connected thereto as above. Adjacent side portions of adjacent floor slabs have recesses therein which are in communication and which have flat plates having apertures therein extending thereacross. These adjacent side portions are connected to each other by connector plates having apertures therein which are aligned with the apertures in the flat plates to form through holes, a bolting means being connected therethrough. Concrete wall slabs normal to the floor supporting wall slabs may also be provided, such as along the longitudinal axis of the structure, to vertically transfer laterally applied loads such as shear transmitted across the floor slabs which are ultimately connected thereto. In constructing a structure, supporting wall slabs are anchored to the wall or foundation below by bolting, floor slabs are placed thereon and aligned and adjacent side portions thereof directly connected together by bolting, and thereafter end portions thereof are directly connected to the supporting wall slabs by bolting.

, Dec. 4, 1973 Dawson et a1.

ERECTION METHOD FOR STRUCTURAL SYSTEM [75] Inventors: William F. Dawson; Milo Shemie,

both of Montreal, Quebec, Canada [73] Assigneez, Descon Concordia Systems, Ltd. c/o

Sage, Gray, Todd & Sims, New York, N.Y.

[22] Filed: Mar. 9, 1972 [2]] Appl. No.: 233,043

Primary Examiner-Price C. Faw, Jr. Attorney -Myron Cohen et al.

57] ABSTRACT A structural system includes a building unit comprising at least a pair of spaced apart concrete wall slabs which support a concrete floor slab thereon which is connected directly to the wall slabs by the use of bolting means and tie plates embedded in the wall and floor slabs. The end portions of the floor slab have recesses therein which have tie plates extending across at least a portion thereof. The top portions of the wall slabs have tie plates protruding therefrom. The wall and-floor slab tie plates have apertures therein which are aligned to form through holes, the bolting means being connected through these through holes to form a self-supporting building unit. Adjacent building units in the structure share a common wall slab and the adjacent end portions of adjacent floor slabs associated therewith are directly connected to each other and to the common wall slab by aligning the apertures in the associated tie plates to form through holes, bolting means being connected therethrough. A plurality of floor slabs may be supported between a pair of common wall slabs with the end portions of the floor slabs connected thereto as above. Adjacent side portions of adjacent floor slabs have recesses therein which are in communication and which have flat plates having apertures therein extending thereacross. These adjacent side portions are connected to each other by connector plates having apertures therein which are aligned with the apertures in the flat plates "to form through holes, a bolting means being connected therethrough. Concrete wall slabs normal to the floor supporting wall slabs may also be provided, such as along the longitudinal axis of the structure, to vertically transfer laterally applied loads such as shear transmitted across the floor slabs which are ultimately connected thereto. 1n constructing a structure, supporting wall slabs are anchored to the wall or foundation below by bolting, floor slabs are placed thereon and aligned and adjacent side portions thereof directly connected together by bolting, and thereafter end portions thereof are directly connected to the supporting wall slabs by bolt- 9 Claims, 18 Drawing Figures PAIENIEB EB'MW HEN 5 0? FIG. IO.

tab/75,928

PATENTED [153 4197.5

PATENTEDBEB 4 m SHEET 7 BF 7 BACKGROUND or THE, INVENTION 1. Field of the Invention The present invention relates to structural systems employing concrete slabsfor both walls and floors in which the slabs are directly connected together.

2. Description of the Prior Art Prior art concrete building structures normally involve the use of a superstructure which is a composite structure made up of precast concrete and structural steel. Such structures are subject to progressive collapse in the event of local explosion or local damage to the structure as well as being susceptible to earthquake damage even at the lowest readings on the Richter scale. Although the structure is a composite structure, the various columns, walls and floors making up the structure tend to act substantially independently when explosions as these structures are normally incapable of distributing: such applied loads throughout the strucweather conditions resulting in the perennial construction problem of variations in environmental conditions affecting the amount of time required 'to complete a building structure. This highly seasonal restriction on construction is unsatisfactory.

As was previously mentioned, such prior art structures do not have sufficient resistance to wind and earthquake loads as their resistance to cumulative shear and overturning moments is unsatisfactory. In order to attempt to compensate for such low resistance, structures of this type must be considerably reinforced, particularly in high probability earthquake areas, at a considerably higher cost than the normal cost of construction of such a structure. As was also previously mentioned, such prior art structures are susceptible to progressive collapse. Furthermore, such prior art structures require the use of a multiplicity of building elements such as beams, columns, etc., as well as walls and floors, increasing both the time and cost of construction and minimizing the possibility of the material manufacturing process associated therewith being repetitive.

The inability of these prior art concrete structures to sufficiently resist both earthquake loads as well as local explosions and progressive collapse has resulted in time consuming and costly construction procedures such as the requirement of the use of temporary supporting frames during construction until the grout utilized with the associated joints has set. Thus, these prior art systems which require the pouring in place, during erection, of aconcrete grout to insure continuity and, incidentally, to prevent progressive collapse are not satisfactory, nor are such systems which require welded connections to obtain continuity.

These disadvantages of the prior art are overcome by the present invention.

. SUMMARY OF THE INVENTION A structural system is provided which includes a building unit which comprises at least a pair of opposed upstanding spaced apart concrete wall slabs which support at least one concrete floor slab thereon. The floor slab is connected directly tothe wall slabs by the use of bolting means and tie plates embedded in the wall and floor slabs. The end portions of the floor slab have recesses therein which preferably have tie plates extending across at least a portion thereof. The top portions of the supporting wall slabs also have tie plates protruding therefrom. Both the wall slab and floor slab tie plates have apertures thereinrwhich during erection 5 are aligned to form through holes through which the subjected to applied loads due to earthquakes or local bolting means are connected to form a self-supporting building unit. r i

In such a structural system, adjacent building units share a common wall slab and the adjacent end portions of the adjacent floor slabs associated therewith are directly connected to each other and to the common wall slab by, once again, aligning the apertures in the associated tie plates during erection so as to form through holes. Bolting means are connected through the adjacent tie plates so as todirectly connect the adjacent floor slabsto each other and to the common supporting wall slab.

The building units in such a structure may preferably include a plurality of floor slabs supported between. a pair of common=wall slabs with the floor slabs serially arranged along the length of the wall slabs. In such an arrangement, the, end portions of the floor slabsare connected to the supporting wall :slabs by means of associated tie platesin the manner previously described above. The adjacent side portions of the adjacent floor slabs in such an arrangement have recesses therein which are in communication with each other and which have flat plateshhaving aperturestherein extending thereacross. The. adjacent floor slab side portionsare connected to each other by meansof connector plates having apertures therein which, during erection, are

aligned in the communicating recesses with the respective plate apertures so as to form through holes. Bolting means are then connected through these through holes so as to directly connect the adjacent floor slabs tothe connector plate and, thus, to each other.

Such a building structure may also include shear walls as well as the aforementioned bearing or supporting walls. These shear walls are concrete wall slabs normal to the supporting wall slabs and are preferably provided at a location along the longitudinal axisof the building structure. The side portions of the floor slabs adjacent a shear wall slab are directly. connected thereto in the manner previously described with reference to the interconnection of adjacent side portions of floor slabs; that is, by means of connector plates, a re-. cess and a flat plate being provided in the upstanding shear wall slab. The interconnection of the floor slab and the shear wall slab enables laterally applied loads across the floor slabs to be transferred to the shear wall slab and, therefrom, to be vertically transferred downwardly towards the building foundation. A plurality of shear wall slabs are connected top to bottom by means of tie plates and bolting means to vertically transfer laterally applied loads between the shear wall slabs.

In constructing such a structural system, the supporting wall slabs are preferably anchored to the wall or foundation below by bolting, the appropriate floor slabs are then placed thereon and aligned and the adjacent side portions thereof directly connected together also by bolting, and, there-after, the end portions of these wall slabs are directly eon-nected to the supporting wall slabs by bolting to complete the erection of a floor. Thereafter, this procedure is repeated for the next subsequent floor and so on until the building is completed.

BRIEF DESCRIPTION OF DRAWINGS FIG. 1 is a fragmentary typical floor plan of a structure constructed in accordance with the present invention;

FIG. 2 is a partial perspective view of a typical structure in accordance with the preferred embodiment of the present invention;

FIG. 3 is an exploded perspective view similar to FIG.

FIG. 4A is a front elevation of a preferred embodiment of a typical shear wall slab in accordance with the present invention;

FIG. 4B is a plan view of the shear wall slab shown in FIG. 4A;

FIG. 5 is a front elevation of a preferred typical bearing wall slab in accordance with the present invention;

FIG. 6 is a plan view of a preferred typical floor slab in accordance with the present invention;

FIG. 7 is a fragmentary cross-sectional view of a preferred typical anchor connection between adjacent brearing wall slabs and floor slabs in accordance with the present invention;

FIG. 8 is a fragmentary side elevation of the arrange ment shown in FIG. 7;

FIG. 9 is a fragmentary plan view of the arrangement shown in FIG. 7;

FIG. 10 is a fragmentary sectional view similar to FIG. 7 of the interconnection of adjacent floor slabs at a bearing wall slab;

FIG. 11 is a fragmentary side elevation of the arrangement shown in FIG. 10;

FIG. 12 is a fragmentary plan view of the arrangement shown in FIG. 10;

FIG. 13 is a fragmentary cross-sectional view of a preferred typical anchor connection between adjacent end bearing wall slabs and a floor slab;

FIG. 14 is a fragmentary cross-sectional view similar to FIG. 13 of a preferred typical connection of an end bearing wall slab to an adjacent floor slab;

FIG. 15A is a fragmentary cross-sectional view of a typical preferred connection between adjacent floor slab side portions or a floor slab to shear wall slab interconnection;

FIG. 15B is a fragmentary plan view of the arrangement shown in FIG. 15A; and

FIG. 16 is a fragmentary cross-sectional view of a preferred typical shear wall slab to shear wall slab interconnection in accordance with the present invention.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Referring now to the figures in detail and especially to FIGS. I through 3 thereof, a typical arrangement of the preferred structural system of the present invention, generally referred to by the reference numeral 20, is shown. Generally describing the structural system 20 of the present invention, a typical preferred structure preferably includes pairs of spaced apart substantially planar upstanding concrete bearing wall slabs, eight such slabs 22, 24, 26, 28, 30, 32, 34 and 36 being illustrated by way of example in FIG. 1, upon which a plurality of preferably flat planar concrete floor slabs are preferably supported and secured thereto. Twenty such typical floor slabs 38 through 76 inclusive are shown illustratively either in whole or in part in FIG. 1 by way of example.

As will be described in greater detail hereinafter, such a structure 20 may preferably. also include shear wall slabs 78, which are preferably normal to the bearing wall slabs 22 through 36 inclusive and which are preferably located along the longitudinal axis of the building structure 20.

Referring now to FIGS. 2 and 3, and to be described in greater detail hereinafter, a typical pair of bearing wall slabs 22 and 24 have floor slabs 46, 48 and 50 and floor slabs 54, 56 and 58 supported thereon with bearing wall slab 24 being a common supporting wall slab for these floor slabs. Each of the floor slabs includes a pair of opposed end portions and 82, a pair of opposed side portions 84 and 86 and a top portion 88 and an opposed bottom portion 90. The same reference numerals will be utilized for each of these respective portions for each of the floor slabs, each particular floor slab respective portions being differentiated by means of subscripts a, b, c, d, e, f, g, h, j, k, m, n, p, q, r, s, t, v, w and x'for floor slabs 38 through 76, respectively, with a single respective subscript being associated with only one floor slab.

Before describing a typical structure 20 constructed in accordance with the present invention, the component shear wall slabs, bearing wall slabs and floor slabs utilized in constructing such a structure 20 shall be described with reference to FIGS. 4A, 4B, 5 and 6, respectively. Referring initially to FIGS. 4A and 4B, a typical preferred shear wall slab, such as shear wall slab 78, is shown by way of example. Preferably, such a shear wall slab 78 is formed from concrete and has a plurality tie plates 100, 102, 104, 106, 108 and 110, shown by way of example, embedded therein, preferably during the casting of the concrete shear wall slab 78, such tie plates preferably being composed of rigid structural steel. Preferably, tie plates and 102 are spaced apart on the top portion of the shear wall slab so as to be located respectively adjacent the end portions 112 and 114 of the shear wall slab 78. These tie plates 100 and 102 preferably are upstanding and protrude from the top portion 111 of the shear wall slab 78. Each of the tie plates 100 and 102 preferably has a plurality of apertures therein, five such apertures 1 16, 118, 120, 122 and 124 for plate 100 and 126, 128, 130, 132 and 134 for plate 102 being shown by way of example in FIG. 4A. Similarly, plates 108 and have apertures therein, one such aperture 136 for plate 108 and 138 for plate 110 being shown by way of example. Plates 108 and 110 are also preferably spaced apart towards the center of the shear wall 78 and are preferably located in recesses 140 and 142, respectively, formed in the top portion 111 of the shear wall slab 78. The tie plates 104 and 106, which are preferably structurally similar to tie plates 100 and 102 are preferably located in the same relative positions along the slab 78 bottom portion 144 with respect to end portions 112 and 114 as tie plates 100 and 102, respectively, for a purpose to be described in greater detail hereinafter.

Thus, tie plate 104 is preferably located at the same distance from end portion 112 as tie plate 100 and is preferably of the same extend and tie plate 106 is located at the same distance from end portion 114 as tie plate 102 and is preferably of the same extent. Furthermore, tie plate 104 preferably has the identical number of apertures, 146, 148, 150, 152 and 154 in the example shown, as tie plate 100, each of these apertures preferably being spaced apart from each other and from end portion 112 as corresponding apertures 116 through 124 of tie plate 100 for a purpose to be describedin greater detail hereinafter.

Similarly, tie plate 106 preferably includes the identical number of apertures, 156, 158, 160, 162 and 164 in the example shown, as tie plate 102, which apertures are spaced apart from each other and from end portion 114 preferably at the same distances as corresponding apertures 126 through 134 in tie plate 102 for a purpose to be described in greater detail hereinafter.

' In addition, as will be described in greater detail hereinafter, the location of tie plate 104 on bottom portion 144 with respect to tie plate 100 on top portion 111 is offset from each other (see FIG.'16) as is the re spective locations of tie plates 106 and 102. As shown and preferred in FIG. 4A, tie plates 104 and 106 are preferably located in recesses 166 and 168, respectively, formed in the bottom portion 144 of the shear wall slab '76. The interconnection of adjacent shear wall slabs will be described with reference to FIG. 16 in greater detail hereinafter and the interconnection of an adjacent floor slab and shear wall slab will be described in greater detail hereinafter with reference to FIGS. A and 15B.

Referring now to FIG. 5, a typical preferred bearing wall slab, such as bearing wall slab 24, is shown by way of example in FIG. 5. Preferably, all the bearing wall slabs are of substantially the same configuration and will not be described in greater detail hereinafter. The bearing wall slab 24 has a top portion 170 and opposed bottom portion 172, a pair of opposed end portions 174 and 176 and a pair of opposed side portions 178 and 180. Preferably, a plurality of tie plates, which are preferably composed of rigid structural steel, are embedded in the concrete bearing wall slab 24 during the casting thereof. These tie plates, eight such tie plates 182, 184, 166, 188, 196, 192, 194 and 196 being shown by way of example, preferably protrude from the top portion 170 of the bearing wall slab 24. Each of these tie plates 182 through 196 inclusive preferably has an aperture therein, one such aperture 198 through 212, respectively, being shown by way of example in each of the tie plates 182 through 196 inclusive. Each of the tie plates 182 through 196 inclusive are longitudinally spaced apart along the top portion 170 of the bearing wall slab 24. Preferably, at least two of these tie plates, 186 through 194, have bolting means 214 and 216, respectively, protruding from the top portion thereof for direct interconnection of this bearing wall slab to an overlying bearing wall slab which will be described in greater detail hereinafter with reference to FIGS. 7 through 9. Preferably, these anchor tie plates 186 and 194 are located near the end portions 176 and 174, respectively, of bearing wall slab 24.

As shown and preferred in FIG. 5, the bottom portion 172 of bearing wall slab 24 includes a pair of spaced apart recesses 2 18 and 220 which are preferably located, respectively, at the same longitudinal position from respective end portions 176 and 174 as anchortie plates 186 and 194, respectively. Each of these. recesses 218 and 220 preferably includes a flat rigid plate 222 and 224, respectively, preferably composed of structural steel, eachhaving a pair of apertures 226 and 228 for plate 222 and 230 and 232 for plate 224 which are preferably located atthe samelongitudinal position as corresponding bolting means 214 and 216, respectively, for direct interconnection with an underlying bearing wall slab in the manner illustrated in FIGS. 7 through 9.

Referring now to FIG. 6, a typical preferred concrete floor slab 58 is shown by way of example, all floor slabs in the structural system of the present invention preferably being substantially identical in' structure. Preferably, each of the end portions m and 82m of floor slab 58 each include a pair of spaced apart tie plates 240 and 242 for end portion 80m and 244 and 246 for end portion 82m. As shown in FIGS. 9 and 12 as will be described in greater detail hereinafter, each of these tie plates 240 through 246 inclusive preferably consists of a tubular piece of structural steel which has been embedded in the concrete floor slab 58 preferably during the casting thereof and which also preferably includes an aperture extending through the outermost portion thereof. The preferred shape of this tubular tie plate 240 to 246 inclusive can be obtained by reference to FIGS. 7,9, 10, and 12 which will be referred to in the detailed explanation of the direct interconnection of the floor slabs to the bearing wall slabs.

As also shown and preferred in FIG. 6, each of the side portions 84m and 86m of the floor slab 58 includes a plurality. of recesses therein, 248, 250 and 252 for side portion 84m and 254, 256 and 258 for side portion 86m. As can be seen by reference to FIGS. 15A and 158, each of these recesses 248 through 258 inclusive preferably includes a structural steel plate, such as one formed of angle iron structural steel embedded in the concrete during the casting of the floor slab. As can be seen with reference to FIG. 15A, the recesses 248 through 258 are preferably notchesin the side portions 84m and 86m and do not extend completely between the top portion 66m and the bottom portion m of the floor slab 56. Each of the plates 260 through 270 inclusive located in the recesses 248 through 25% inclusive preferably include a pair of spaced apart apertures therein as illustrated inFIG. 158 for enabling direct in terconnection of adjacent side portions of adjacent floor slabs in a manner to be described in greater detail hereinafter.

Now that the typical shear wall slab 78, bearing wall slab 24 and floor slab 58 have been described in greater detail above, the various interconnections of these components in the structural system 20 of the present invention shall be described in greater detail hereinafter with reference to FIGS. 7 through 16 ANCHOR CONNECTION BETWEEN BEARING WALL SLABS AND FLOOR SLABS Referring now to FIGS. 7 through 9, a typical preferred anchor connection between adjacent bearing wall slabs and floor slabs is shown. By the use of the term anchor connection it is meant that the upper bearing wall slab 272 is physically secured to the lower bearing wall slab 22 and is, therefore, anchored thereto. The upper bearing wall slab 272 shown by way of example in FIG. 7 is omitted from FIGS. 2 and 3 for clarity and is mounted in the structure 20 illustrated in FIG. 2 preferably spaced apart from bearing wall slab 274 illustrated therein and is anchored to lower bearing wall slab 24 in the manner illustrated in FIGS. 7 through 9. In securing the upper bearing wall slab 272 directly to the lower bearing wall slab 24 and the adjacent end portions 82g and 80m of floor slabs 50 and 58, respectively, together, the floor slabs 58 and 50 are preferably placed on the lower supporting bearing wall slab 24. As shown and preferred in FIG. 7, anchor plate 186 protruding from the top portion of bearing wall slab 24 is preferably located in the center of the top portion along the longitudinal axis of the top portion of bearing wall slab 24 so as to provide an equal supporting surface for the adjacent end parts of floor slabs 50 and 58, respectively.

The tie plates 246 and 244 for end portion 82g of floor slab 50 are placed on top of bearing wall slab 24 with the aperture in one of these tie plates aligned with the aperture 202 in anchor plate 186, and the other tie plate aperture aligned with the aperture in another bearing wall slab 24 tie plate, such as plate 188 whose interconnection will be described in greater detail hereinafter with reference to FIG. 10. The upper bearing wall 272 is preferably placed on top of lower bearing wall 24 by aligning the apertures 226 and 228 in plate 222 at the bottom portion of bearing wall 272 with the bolts 214 protruding from anchor plate 186. As shown and preferred, preferably a cement asbestos shim 276 is initially placed on the floor slabs 50 and 58 over the bolts 214 prior to the placement of the plate 222 thereover to provide additional support during erection. The upper bearing wall 272 is then secured to the lower bearing wall 24 by means of tightening a nut 278 on each of the bolts or studs 214, which are preferably threaded, until the desired proof of load is obtained and a desired relative position between the bearing wall slabs 272 and 24 and the floor slabs 50 and 58 is achieved. The adjacent floor slabs S and 58 are directly secured to each other and to the supporting bearing wall slab 24 by means of threading a bolt 280 through the aligned apertures in the tie plates 246 and 242 and anchor plate 186, which apertures form a through hole, the bolt 280 having a head 284 preferably being threaded, and thereafter tightening nut 282 on bolt 280 until the desired proof of load is obtained and the slabs are directly secured together in a desired predetermined position relative to each other.

This connection is likewise repeated for the opposite end portions of floor slabs 50 and 58, respectively. Thus, this anchor connection is resistant to the collapse of either floor slab 50 or 58, such as due tolocal explosion and in the event of such collapse the remaining floor slab and bearing wall slabs will still be fixedly secured together in position by the bolting arrangements previously described. These bolting arrangements provide a direct interconnection between the upper and lower bearing wall slabs and the adjacent floor slab end portions.

As shown and preferred in FIG. 7, in order to tighten the interconnection between the adjacent end portion of the floor slabs 50 and 58, conventional steel shims 286 and 286', respectively, may be driven in conven tional fashion between the end portion 82g and anchor tie plate 186, and between the end portion 80m and anchor tie plate 186, respectively, in order to fill any gap existing therebetween. Furthermore, as shown and preferred, if desired, cement asbestos cloth bearing pads 288 and 290 may be placed on top of the lower supporting bearing wall slab 24 between the top surface thereof and the bottom surface of the end parts of the floor slabs 50 and 58 resting thereon in order to compensate for any irregularities in these surfaces. Preferably, all anchor connections between bearing wall slabs and floor slabs, other than end bearing wall anchor connections, are accomplished in. this manner in the structural system 20 of the present invention.

FLOOR SLAB TO FLOOR SLAB CONNECTION ON UNANCI-IORED BEARING WALL PORTION Referring now to FIGS. 10 through 12, a typical preferred direct interconnection between adjacent floor slab end portions supported on the bearing wall slab at a point along the bearing wall slab other than where the lower bearing wall slab 24 is anchored to the upper bearing wall slab 272 at anchor tie plates 186 and 194 is shown, such as at tie plate 188 on bearing wall slab 24. As was previously mentioned, the upper bearing wall slab 272 is preferably only anchored to lower bearing wall slab 24 at two points adjacent the ends of the lower bearing wall slab 24, these points being at anchor tie plates 186 and 194, respectively, via associated plates 222 and 224, respectively, of upper bearing wall slab 272. The direct interconnection of the adjacent end portions 82g of floor slab 50 and m of floor slab 58 are preferably interconnected in the same manner as previously described with reference to FIG. 7 with the exception that tie plate 188 is the plate to which the end portions are fastened rather than anchor tie plate 186. Once again, tie plates 240 and 244 associated with the end portions 80m and 82g of floor slabs 58 and 50, respectively, are preferably tubular structural steel. The end parts of the floor slabs 50 and 58 are placed on the top surface portion of lower supporting bearing wall slab 24 and the apertures in tie plates 240 and 244, respectively, are aligned with the aperture 204 in tie plate 188, as previously mentioned. Thereafter, a bolt 292 having a head 294 is threaded through the through hole formed by these apertures and a nut 296 is threaded thereon and tightened to proof the load until the desired predetermined relationship between the adjacent floor slab end portions is obtained.

As shown and preferred (see FIG. 10), the tie plate 188 is also preferably located in the center of the top surface of supporting bearing wall slab 24 along the longitudinal axis thereof as are all of the tie plates 182 through 196 inclusive. In addition, as was previously mentioned with respect to the anchor interconnection of the bearing wall slabs, conventional steel shims 298 and 300, respectively, may be conventionally driven between end portion 823 of floor slab 50 and tie plate 188 and end portion 80m of floor slab 58 and tie plate 188, respectively, to further tighten the connection and fill any gap formed therebetween. Thus, in the example previously described, floor slab 58 has its end portion 80m directly secured to the supporting bearing wall slab 24 at tie plates 186 and 188, respectively, by means of bolts 280 and 292, respectively. Furthermore, upper bearing wall slab 272 is anchored to lower bearing wall slab 24 at anchor tie plates 186 and 194 by means of bolts 214 and 216 and associated nuts 278 in the manner previously described above.

Preferably, the direct interconnection of floor slabs at the bearing wall slabs throughout the structural system 20 of the present invention is preferably as shown and described with reference to FIGS. 10 through 12 except at the anchor connections between an upper bearing wall slab and a lower bearing wall slab or the foundation of the structure where "the interconnection is preferably as shown and described previously with reference to lFlGS. 7 through 9.

ANCHOR CONNECTION BETWEEN END BEARING WALL AND FLOOR SLAB Referring now to H6. l3, a typical preferred anchor connection between an end bearing wall slab, that is a bearing wall slab at the extremities of the structure 20, and an adjacent floor slab is shown. Preferably, the direct interconnection of the upper bearing, wall slab 310 to the lowersupporting bearing wall slab 3l2 is similar to that previously described with reference to H68. 7 through 9 wherein the direct interconnection of beam ing wall slabs other than bearing wall slabs is described. The primary difference between the lower supporting end bearing wall slab 312 and a typical supporting bearing wall slab 24 is in the configuration of the upper portion thereof. As shown and preferred in MG. 13, rather than being symmetrical about the tie plate 3M which protrudes from the upper surface of bearing wall slab 312, the bearing wall slab 3l2 upper portion is formed with a notch-like arrangement for receiving a floor slab on the innermost side of the tie plate 314 and provides a flush concrete surface 316 on the opposite side so as to provide an outer wall for the structure. This portion is formed with a recess 318 adjacent the tie plate 31% which closes this recess, except for an aperture 32b in tie plate 3l4. A bolt 322 having a head 324 is threaded through this aperture 320, apertures 320 being aligned with an aperture in tie plate 242 embedded in floor slab 33@ to form a through hole therebetween, and is fastened in position by means of tightening a nut 332 to proof the load until the floor slab 330 is in a desired predetermined position with respect to supporting bearing wall slab 3l2.

' As was previously mentioned, a conventional steel shim 33 i may be driven in conventional fashion between tie plate 242, which is preferably a tubular structural steel tie plate located at the end portion an of floor slab 330, and the tie plate 314 to tighten the interconnection and fill any gap therebetween. Tie plate 314 is preferably an anchor tie plate identical with either anchor plate 186 or 194 and has a bolt assembly 340 protruding therefrom. The upper bearing wall slab 310 is mounted on the lower bearing wall slab 312 by aligning the apertures in the associated plates 222 or 224 with the respective bolt assembly 340. After the bolt assembly 3MP ispassed through the respective apertures, nuts 3d2 are tightened to proof the load to the desired amount until the bearing wall slabs 310 and 312 and the floor slab 330 are in the preferred predetermined position relative to each other. As was previously mentioned, if desired a cement asbestos shim 344 may be placed over the bolt assembly 340 between the plate 222 and the upper surface of floor slab 330 and supporting bearing wall slab 312 to provide temporary support during erection although remaining in position in the structure thereafter. Preferably, all end bearing wall anchor connections with floor slabs are. accomplished in this manner inthe structural system 20 of the present invention.

FLDOR SLAB TO END BEARING WALL lNTERCONNECTlON Referring now to FIG. 14, a typical preferred direct interconnection between and end bearing wall slab and a floor slab along the supporting bearing wall slab top surface at a point other than where the anchor connec tions of the upper and lower bearing wall slabs occur is shown. The direct interconnection of the floor slab 33'!) to the lower supporting bearing wall slab 3l2 is preferably identical to that previously described above with reference to FIG. 13 with the exception that the tie plate 350 does, not have a bolt assembly protruding therefrom so that. there is no such means for interconnecting the upperbearing wall slab 3 10 to the lower supporting bearing wall slab 312 at this point. Other than the direct interconnection of the floor slab 330 to the bearing wall slab 312 is accomplished in the manner previously described with reference to FIG. 13 and will not be described in greater detail hereinafter. Suf

fice it to say that the tubular structural steel tie plate 240 located at one end of the floor slab 33.0 is aligned with the aperture 352 in tie plate 350, the configuration of the end bearing wall slab 3ll2 at this point preferably being identical with that previously described with reference to FlG. 13 at the point of anchor connection between the upper and lower bearing wall slabs 310 and 312. A bolt 354 having a head 356 is threaded through the through hole formed by the aperture in tie plate 240 aligned with the aperture 352 in tie a plate 350 and a nut 358 is tightened to proof the load to the desired value and secure the floor slab 330 end portion at this point in the preferred relative position with respect to supporting wall slab 3ll2. As was also previously mentioned, if desired, a conventional steel shim 360 may be conventionally driven between end portion 80 and tieplate 350 to further tighten the interconnection between the floor slab 330 and the bearing wall slab 312 andto fill any gap therebetween.

As was also previously mentioned, as asbestos cloth 362 may be placed on the top surface of the supporting bearing wall slab 3ll2 between this surface and the abutting bottom surface of floor slab 330 to compensate for any irregularities in the concrete as was also true with respect to hearing pads 3%2 and 3hd referred to with reference to F116. lit] and bearing pads 33% and 29h referred to with reference to IFllG. 7 and bearing pad 3 referred to with reference to lFlG. l3. lPreferably, the direct interconnection of floor slab to end bean ing wall slab throughout the structural system 20 of the present invention is preferably as shown and described with reference to lFlG. l4 except at the anchor connections between an upper end bearing wall slaband a lower end bearing wall slab or the foundaton of the structure where the interconnection is preferably as shown and described previously with reference to lFllG. l3.

SLAB TO SLAB SIDE CCNNECTION Referring nowto FIGS. 15A and 158 a typical preferred interconnection between adjacent side portions of adjacent floor slabs or an adjacent sideportion of a floor slab and an adjacent shear wall slab is shown. By way of example, a typical interconnection between the side portions of adjacent floor slabs 48 and 46 is shown. The adjacent floor slabs 4d and 46 have their side portions 86f and 84c, respectively, adjiacent each otherand preferably slightly spaced apart from one another. A connector plate 370, preferably formed of a rigid structural steel having apertures 3'72 through 378 inclusive therein is preferably placed in the communicating recesses 254 and 248 of floor slabs 48 and 46 with the apertures therein aligned with the apertures in the plates 266 and 260, respectively. Bolts 380 and 382 having heads 381 and 383, respectively, are preferably threaded through the through holes formed by the aligned apertures in connector plate 370 and plate 266, and bolts 384 and 386 having heads 385 and 387, respectively, are threaded through the through holes formed by the aligned apertures in connector plate 370 and plate 260. Therefter, nuts 388, 390, 392 and 394 are tightened on bolts 380, 382, 384, and 386, respectively, to proof the load to the desired value until the adjacent floor slab side portions 86f and 84e are in the preferred predetermined relationship to each other. In this manner, connector plate 370 also acts to level the adjacent floor slabs with respect to each other as well as to interconnect the ajacent slab side portions.

Preferably, if desired, at some time subsequent to the interconnection of the floor slabs, the gaps existing therebetween may be filled with conventional grouting although such grouting is not necessary for structural support. As was previously mentioned, a floor slab may be connected to a shear wall slab, such as shear wall slab 78, in this manner with a connector plate 370 connecting the floor slab to a plate in a recess at the top of the adjacent shear wall slab, such as plate 136 in recess 108 or plate 138 in recess 110, so as to transfer any loads laterally transferred across the floor slab to the shear wall slab where, thereafter, these loads may be vertically transferred downwardly through the structure. Furthermore, the interconnection of adjacent floor slabs in the manner previously described above serves to laterally transfer and distribute loads throughot the structure. Preferably, all side connections between adjacent floor slabs and all side connections between adjacent floor slabs and shear wall slabs are accomplished in this manner in the structural system of the present invention.

SHEAR WALL TO SHEAR WALL INTERCONNECTION Referring now to FIG. 16 a typical preferred arrangement for interconnecting an upper shear wall slab 400 to a lower shear wall slab 78 is shown. As was previously mentioned with reference to FIGS. 4A and 4B, the upper tie plates 100 and 102 of a typical shear wall slab 78 are offset from the lower tie plates 104 and 106 of the typical shear wall slab. Consequently, when these shear wall slabs are preferably placed one'on top of the other, the adjacent tie plates, such as 100 and 104, are aligned next to each other to form corresponding through hole pairs of apertures 116-146, 118-148, 120-150, 122-152, and 124-154. This arrangement likewise holds for adjacent tie plates 102 and 164 forming through hole pairs of apertures 126-156, 128-158, 130-160, 132-162, and 134-164. Bolts such as typical bolt 402 having a head 404 thereon are preferably threaded through the respective aperture pairs and associated nuts 406 are tightened thereon to proof the load to a desired value so as to directly connect the upper and lower shear wall slabs 400 and 78 together in a predetermined position relative to each other. In this manner applied loads which are transferred to an upper shear wall slab connected to an adjacent floor slab at the side portion thereof, such as in the manner previously described with reference to FlGS. 15A and 15B, are then vertically transferred from the upper shear wall slab to the lower shear wall slab and so forth downwardly throughout the structure 20 to the foundation. Thus, laterally applied loads across the floor slabs are vertically transferred through the structure by means of the shear wall slabs.

Now generally describing the preferred manner of constructing a building structure 20 in accordance with the present invention. Preferably, the foundation for the building comprises a plurality of slabs each having upstanding anchor tie plates similar to anchor plates 186 and 194. lf desired, wall supporting shim pads similar to shim pad 276 may be placed over the bolt assembly associated with these anchor plates so as to provide a true level base for the next lift of wall slabs. A bearing wall slab is then lifted into position using the projecting bolt assembly, such as bolt assembly 214, from the lower wall slab or foundation slab anchor plate as a guide, the associated plates 222 and 224 being aligned with these bolt assemblies so as to have the bolt assemblies pass through the apertures therein. The bearing wall slab is installed to line and braced to plumb. The anchor connection of this bearing wall slab to the underlying foundation slab or lower supporting bearing wall slab is then made by tightening the appropriate nuts, such as nut 278, such as by a conventional torque wrench. In this manner the upper bearing wall slab is anchored to the foundation or to the bearing wall slab below if a floor above the foundation is being constructed.

The floor slabs are then lifted into position on appropriate spaced apart pairs of bearing wall slabs and their respective end portion tie plates are aligned with those of the supporting bearing wall slabs upon which the floor slab rests so as to align the apertures therein with the apertures in the tie plates protruding from the supporting bearing wall slab so as to form through holes. This is repeated for all of the floor slabs to be supported between the bearing wall slabs, the floor slabs being serially arranged side to side along the length of the hearing wall slabs. Thereafter, the adjacent side portions of the floor slabs are interconnected in the manner illustrated in FIGS. 15A and 15B by the insertion of appropriate connector plates 3'70 and the tightening of nuts 388 through 394 associated with the plates 260 through 270 inclusive. After the adjacent side portions of the adjacent floor slabs are directly connected together by these bolts connections, the end portions of the floor slabs are connected to the associated tie plates of the lower supporting bearing wall slab, such as slab 24, in the manner previously described with reference to FIGS. 7 through 9 if the associated tie plate is an anchor tie plate, and in the manner previously described with reference to F108. 10 through 12 if the associated bearing wall slab tie plate is not an anchor plate.

Preferably, when a complete bay of floor slabs is installed, a bay being defined as a pair of bearing wall slabs and the required plurality of floor slabs necessary to cover the length of the bearing wall slabs, the steel shims, if desired, are driven. This is preferably done prior to the bolting of the end portions of the floor slabs to the lower supporting bearing wall slab. This completes the erection cycle for a given bay and erection can then proceed to the next bay or floor, although it should be noted that adjacent bays share a common wall slab therebetween and the adjacent end portions of the floor slabs are interconnected to the common tie plates on the common bearing wall slab in the manner previously described with reference to F168. 7 and 10. Similarly, if the structure contains shear wall slabs then the tie portions of the floor slabs adjacent thereto are interconnected thereto in the manner previously described with reference to FIGS. llSA and 158. Such a typical shear wall slab 78 is shown in the fragmentary floor plan view of FIG. 1. It should be noted that preferably the shear wall slabs are located along the longitudinal axis of the structure and do not extend the entire width of the structure but rather only a portion thereof although preferably vertically extending substantially the entire height of the structure.

In a structure Ell constructed in accordance with the present invention wherein the various slabs are directly interconnected by mechanical means such as the preferred bolt assemblies, and wherein the slabs are all preferably precast concrete slabs tied together by dry mechanical joints comprising the bolt assemblies, lateral loads are transferred across the floor slabs onto the bearing wall slabs or shear wall slabs which, in turn, re sist the cumulative shear and overturning moments applied to the structure. For example, the horizontal lateral loads are transferred across the floor slabs and subsequently onto the shear wall slabs by dry mechanical joints which create a friction connection therebetween capable of transferring lateral shear between the connected elements such as floor slab to floor slab or floor slab to shear wall slab. Once the lateral loads are transferred onto the shear wall slab, the shear wall slab itself transfers the cumulative loads vertically down onto the next similar slab and subsequently into the foundations of the structure. Once again, the vertical transfer of shear and tension/compression forces, produced by the overturning moments, is preferably achieved by dry mechanical joints. The shear wall slabs are intercom nected by the dry mechanical joints which create a friction connection capable of transferring the combined tension/compression shear loads downwards. The bearing wall slabs transfer shear by friction along their bearing surfaces and resist tension forces due to overturning moments preferably also by dry mechanical joints. Such a system has high resistance to wind and earth quake loads. in addition, the system is preferably ductile and preferably oversizing all bolt holes so that the system can move under catastrophic loading with considerable energy absorption before the building structure reaches its ultimate capacity. For example, the oversizing of the bolt holes may be 30 to 100 percent of the bolt diameter. Furthermore, in the preferred structural system of the present invention progressive collapse is prevented due to the interconnection of the floor slabs to the bearing wall slab so that when a floor slab collapses on one side of the bearing wall slab, the wall slab is held by the floor slab and its connections on the opposite side. in addition, this system enables automatic leveling of adjacent floor slabs by means of the connector plates previously described in the discussion relating to the side to side floor slab interconnection. Due to the rigidity of this connector plate, adjacent floor slabs may be brought level without recourse to shoring or loading of the slabs. Furthermore, the floor slabs and interconnected bearing wall slabs form selfsupporting structural building units capable of transferring lateral and vertical loads during erection so that after the interconnection of the various bolt assemblies to the associated tie plates and connector plates, the relevant floor in the structure has the essential rigidity to be self-supporting vertically and laterally so that the bracing below the floors can immediately be removed 1 as soon as the floor slabs are installed and the connections are bolted.

Another advantage of the present invention is that by utilizing dry mechanical joints during the erection pro cess the erection process may be an all-weather erection process since any grouting or welding which may be required is a non-essential part of the erection process and can be done any time afterwards. For example, several floors can be erected in such a structure before any dry packing under the walls or grouting is utilined. Furthermore, preferably, the different types of slabs utilized in the preferred structural systemof the present invention are kept to a minimum so that the manufacturing process thereof can be largely repetitive. Thus, in accordance with the present invention, a simplified and rapid erection process requiring a minimum of on site work and skilled. site labor and a minimum of post-erection completion work may be accomplished with the resultant structure highly resistant to wind and earthquake loads, the resultant structure acting as a membrane connected to the shear and bearing walls to establish permanent structural stability during construction after the completion of each floor slab. Furthermore, the structural system of the present invention enables the construction of a building structure by the direct interconnection of concrete slabs without the requirement of a structural steel framework for the structure.

it should be understood that as used throughout the specification and claims the term direct connection is meant to define a connection wherein the connected members are in mutually supporting relationship and do not rely for support on an intervening frame. Thus, direct connection could include connection through, an interposed member as in lFlGS. l5A and i518 so long as that member is not a. portion of a'supporting frame.

it is to be understood that the above described embodiments of the invention are merely illustrative of the principles thereof and that numerous modifications and embodiments of the invention may be derived within the spirit and scope thereof, such as by cantilevering balcony floor slabs off the end bearing wall slabs of the structure.

What is claimed is:

ll. A method of constructing a self-supporting building unit which includes at least a first upstanding substantially planar concrete wall slab having a top portion, an opposed bottom'portion, a pair of opposed side portions and a pair of opposed end portions; and a first substantially flat planar floor slab having a top portion, an opposed bottom portion, a pair of opposed end portions and a pair of opposed side portions, said wall slab top portion having an upstanding tie plate means protruding therefrom and at least partially embedded therein, said tie plate having an aperture therein; at least one of said first floor slab end portions having a recess therein, a tie plate means extending across at least a portion of one of said first floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said first floor slab end portion said first floor slab tie plate having an aperture therein; said method comprising the steps of placing said first floor slab one end portion on top of said wall slab top portion with said first floor slab bottom portion adjacent said first floor slab end portion in direct bearing load relationship on said wall slab top portion, substantially aligning said tie plates adjacent one another and substantially aligning said apertures so as to create a through hole between said tie plates; and directly connecting said first floor slab end portion to said wall slab top portion by initially threading a bolting means through said through hole and tightening said bolting meansuntil said slabs are directly secured in a predetermined position relative to each other with said first floor slab bearing on said wall slab, whereby static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs.

2. A method in accordance with claim 1 wherein said building unit includes at least a second substantially flat planar concrete floor slab having a top portion, an opposed bottom portion, a pair of side portions and a pair of end portions, at least one of said second floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said second floor slab end portion, said second floor slab tie plate having an aperture therein; said wall slab top portion having another upstanding tie plate means protruding therefrom and at least partially embedded therein, said wall slab top portion tie plates being spaced apart, said wall slab other tie plate having an aperture therein; at least one of said first and second floor slab side portions each having a recess therein, each of said recesses including a substantially flat plate therein in a given plane and at least partially embedded therein said plates being substantially parallel to said floor slab top portions, each of said plates having at least one aperture therein, wherein said placing step further includes the step of placing said second floor slab one end portion on top of said wall slab top portion with said second floor slab bottom portion adjacent said second floor slab one end portion in direct bearing load relationship on said wall slab top portion and with said second floor slab one side portion adjacent said first floor slab one end portion and with said side portion recesses in communication with each other; said aligning step further includes the step of substantially aligning said second floor slab one end portion tie plate adjacent said wall slab other tie plate and substantially aligning said apertures therein so as to create a through hole between said tie plates; and said direct connection step includes the steps of placing a substantially rigid connector plate means hving a pair of spaced apart apertures within said communicating side portions recesses over said floor slab side portion eportion plates and substantially aligning one of said plate apertures respectively with one of said connectorplate apertures so as to create a pair of through holes between said connector plate and said respective side portions plates; directly connecting said adjacent floor slab side portions together by initially threading a bolting means through each of said through holes and tightening said bolting means until said floor slab top portions are substantially aligned and said floor slab adjacent side portions are directly secured in a predetermined position relative to each other; and directly connecting said second floor slab end portion to said wall slab top portion by initially threading another bolting means through said tie plate through hole therebetween and tightening said bolting means until said slabs are directly secured in a predetermined position relative to each other with said first and second floor slabs bearing on said wall slab, whereby static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs.

3. a method in accordance with claim 2 wherein said adjacent floor slab side portions are directly connected together after being placed on said wall slab top portion in bearing load relationship thereon and prior to directly connecting said floor slab one end portions to said wall slab top portion.

4. A method in accordance with claim 1 wherein said building unit includes at least one upstanding concrete supporting slab having a top portion with an upstanding bolting means protruding therefrom and at least partially embedded therein, said first wall slab bottom portion having a recess therein, a tie plate means extending across at least a portion of said wall slab bottom portion recess and, being at least partially embedded in said wall slab bottom portion, said tie plate having an aperture therein; wherein said method further comprises the steps of placing said wall slab on top of said supporting slab top portion in bearing load relationship with said wall slab bottom portion being adjacent said supporting said top portion and said supporting slab bolting means extending through said wall slab bottom portion tie plate aperture and said wall slab being braced to plumb; and directly connecting said wall slab to said supporting slab below by tightening said bolting means until said slabs are directly anchored in a predetermined position relative to each other, whereby static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs.

5. A method in accordance with claim 4 wherein said wall slab is directly connected to said supporting slab in bearing load relationship thereon prior to placing said floor slab on said wall slab.

6 A method in accordance with claim 4 wherein said building unit includes a second substantially flat planar floor slab having atop portion, an opposed bottom por tion, a pair of opposed end portions and a pair of opposed side portions; at least one of said second floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said second floor slab end portion, said second floor slab tie plate having an aperture therein; wherein said method further comprises the steps of placing said second floor slab one portion on top of said supporting slab top portion in direct bearing load relationship on said supporting slab top portion, said upstanding protruding means including a plate having an aperture therein, substantially aligning said second floor slab tie plate aperture and said protruding means plate aperture so as to create a through hole between said plates; and directly connecting said second floor slab end portion to said supporting slab top portion by initially threading a bolting means through said through hole and tightening said bolting means until said supporting slab and said second floor slab are directly secured in a predetermined position relative to each other with said second floor slab bearing on said supporting slab, said placing step further comprising placing said first wall slab bottom portion in direct bearing load relationship on said sectionship of said slabs and static load transfer from said first wall slab to said second floor slab is provided substantially solely by the bearing relationship therebetween and static load transfer from said second floor slab to said supporting slab is proivded substantially solely by the bearing relationship therebetween.

7. A method in accordance with claim 1 wherein said unit includes a second substantially flat planar floor slab having a top portion, an opposed bottom portion, a pair of opposed end portions and a pair of opposed side portions; at least one of said second floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said second floor slab end portion, said second floor slab tie plate having an aperture therein; wherein said method further comprises the steps of placing said second floor slab one end portion on top of said wall slab top portion in direct bearing load relationship on said wall slab top portion and adjacent to said first floor slab one end portion, said first floor slab tie plate being placed adjacent to said wall slab tie plate and said wall slab tie plate being placed adjacent to said second floor slab tie plate and being common to said floor slab tie plates and substantially aligning said apertures so as to create a through hole between all of said tie plates; and said direct connection step includes the further step of directly connecting said floor slab one end portions to each other and to said wall slab top portion by initially threading a bolting means through said through hole and tightening said bolting means until said slabs are directly secured in a predetermined position relative to each other, whereby static load transfer across said first floor slab and down through said wall :slab is provided 'substantially solely by the bearing relationship of said slabs.

8. A method in accordance with claim 1 wherein said wall slab top portion tie plate aperture and said floor slab one end portion tie plate aperture are enlarged with respect to the bolting means extending therethrough in at least one direction and said substantial aperture aligning said enlarged tie plate apertures to compensate for manufacturing and erection tolerances and said tightening step comprises tightening said bolting means so as to enable slippage of said direct connection for rendering said building unit ductile.

9. A method in accordance with claim 1 wherein said building unit includes a shim means having an aperture portion therein and said method further comprises the step of inserting said shim means between said wall slab top position tie plate and said floor slab one end portion tie plate, said aperture aligning step comprises sub stantially aligning said tie plate apertures and said shim aperture to provide said through hole, and said direct connection step comprises directly connecting said first floor slab end portion to said wall slab portion by initially threading said bolting means through said through hole and tightening said bolting means until said slabs are directly secured in said predetermined position with respect to each other with said tie plates bearing in compression through said shim means interposed therebetween and on tension and sheer through said bolting means. 

1. A method of constructing a self-supporting building unit which includes at least a first upstanding substantially planar concrete wall slab having a top portion, an opposed bottom portion, a pair of opposed side portions and a pair of opposed end portions; and a first substantially flat planar floor slab having a top portion, an opposed bottom portion, a pair of opposed end portions and a pair of opposed side portions, said wall slab top portion having an upstanding tie plate means protruding therefrom and at least partially embedded therein, said tie plate having an aperture therein; at least one of said first floor slab end portions having a recess therein, a tie plate means extending across at least a portion of one of said first floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said first floor slab end portion said first floor slab tie plate having an aperture therein; said method comprising the steps of placing said first floor slab one end portion on top of said wall slab top portion with said first floor slab bottom portion adjacent said first floor slab end portion in direct bearing load relationship on said wall slab top portion, substantially aligning said tie plates adjacent one another and substantially aligning said apertures so as to create a through hole between said tie plates; and directly connecting said first floor slab end portion to said wall slab top portion by initially threading a bolting means through said thRough hole and tightening said bolting means until said slabs are directly secured in a predetermined position relative to each other with said first floor slab bearing on said wall slab, whereby static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs.
 2. A method in accordance with claim 1 wherein said building unit includes at least a second substantially flat planar concrete floor slab having a top portion, an opposed bottom portion, a pair of side portions and a pair of end portions, at least one of said second floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said second floor slab end portion, said second floor slab tie plate having an aperture therein; said wall slab top portion having another upstanding tie plate means protruding therefrom and at least partially embedded therein, said wall slab top portion tie plates being spaced apart, said wall slab other tie plate having an aperture therein; at least one of said first and second floor slab side portions each having a recess therein, each of said recesses including a substantially flat plate therein in a given plane and at least partially embedded therein said plates being substantially parallel to said floor slab top portions, each of said plates having at least one aperture therein, wherein said placing step further includes the step of placing said second floor slab one end portion on top of said wall slab top portion with said second floor slab bottom portion adjacent said second floor slab one end portion in direct bearing load relationship on said wall slab top portion and with said second floor slab one side portion adjacent said first floor slab one end portion and with said side portion recesses in communication with each other; said aligning step further includes the step of substantially aligning said second floor slab one end portion tie plate adjacent said wall slab other tie plate and substantially aligning said apertures therein so as to create a through hole between said tie plates; and said direct connection step includes the steps of placing a substantially rigid connector plate means hving a pair of spaced apart apertures within said communicating side portions recesses over said floor slab side portion eportion plates and substantially aligning one of said plate apertures respectively with one of said connector plate apertures so as to create a pair of through holes between said connector plate and said respective side portions plates; directly connecting said adjacent floor slab side portions together by initially threading a bolting means through each of said through holes and tightening said bolting means until said floor slab top portions are substantially aligned and said floor slab adjacent side portions are directly secured in a predetermined position relative to each other; and directly connecting said second floor slab end portion to said wall slab top portion by initially threading another bolting means through said tie plate through hole therebetween and tightening said bolting means until said slabs are directly secured in a predetermined position relative to each other with said first and second floor slabs bearing on said wall slab, whereby static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs.
 3. a method in accordance with claim 2 wherein said adjacent floor slab side portions are directly connected together after being placed on said wall slab top portion in bearing load relationship thereon and prior to directly connecting said floor slab one end portions to said wall slab top portion.
 4. A method in accordance with claim 1 wherein said building unit includes at least one upstanding concrete supporting slab having a top portion with an upstanding bolting means protruding thereFrom and at least partially embedded therein, said first wall slab bottom portion having a recess therein, a tie plate means extending across at least a portion of said wall slab bottom portion recess and, being at least partially embedded in said wall slab bottom portion, said tie plate having an aperture therein; wherein said method further comprises the steps of placing said wall slab on top of said supporting slab top portion in bearing load relationship with said wall slab bottom portion being adjacent said supporting said top portion and said supporting slab bolting means extending through said wall slab bottom portion tie plate aperture and said wall slab being braced to plumb; and directly connecting said wall slab to said supporting slab below by tightening said bolting means until said slabs are directly anchored in a predetermined position relative to each other, whereby static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs.
 5. A method in accordance with claim 4 wherein said wall slab is directly connected to said supporting slab in bearing load relationship thereon prior to placing said floor slab on said wall slab. 6 A method in accordance with claim 4 wherein said building unit includes a second substantially flat planar floor slab having a top portion, an opposed bottom portion, a pair of opposed end portions and a pair of opposed side portions; at least one of said second floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said second floor slab end portion, said second floor slab tie plate having an aperture therein; wherein said method further comprises the steps of placing said second floor slab one portion on top of said supporting slab top portion in direct bearing load relationship on said supporting slab top portion, said upstanding protruding means including a plate having an aperture therein, substantially aligning said second floor slab tie plate aperture and said protruding means plate aperture so as to create a through hole between said plates; and directly connecting said second floor slab end portion to said supporting slab top portion by initially threading a bolting means through said through hole and tightening said bolting means until said supporting slab and said second floor slab are directly secured in a predetermined position relative to each other with said second floor slab bearing on said supporting slab, said placing step further comprising placing said first wall slab bottom portion in direct bearing load relationship on said second floor slab end portion, said supporting slab upstanding bolting means protruding so as to enable said extension thereof through said first wall slab bottom portion aperture when said first wall slab bottom portion bears on said second floor slab end portion, and fastening said first wall slab to said supporting slab by said upstanding bolting means, static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs and static load transfer from said first wall slab to said second floor slab is provided substantially solely by the bearing relationship therebetween and static load transfer from said second floor slab to said supporting slab is proivded substantially solely by the bearing relationship therebetween.
 7. A method in accordance with claim 1 wherein said unit includes a second substantially flat planar floor slab having a top portion, an opposed bottom portion, a pair of opposed end portions and a pair of opposed side portions; at least one of said second floor slab end portions having a recess therein, a tie plate means extending across at least a portion of said recess and at least partially embedded in said second floor slab end portion, said second floor slab tie plate having an Aperture therein; wherein said method further comprises the steps of placing said second floor slab one end portion on top of said wall slab top portion in direct bearing load relationship on said wall slab top portion and adjacent to said first floor slab one end portion, said first floor slab tie plate being placed adjacent to said wall slab tie plate and said wall slab tie plate being placed adjacent to said second floor slab tie plate and being common to said floor slab tie plates and substantially aligning said apertures so as to create a through hole between all of said tie plates; and said direct connection step includes the further step of directly connecting said floor slab one end portions to each other and to said wall slab top portion by initially threading a bolting means through said through hole and tightening said bolting means until said slabs are directly secured in a predetermined position relative to each other, whereby static load transfer across said first floor slab and down through said wall slab is provided substantially solely by the bearing relationship of said slabs.
 8. A method in accordance with claim 1 wherein said wall slab top portion tie plate aperture and said floor slab one end portion tie plate aperture are enlarged with respect to the bolting means extending therethrough in at least one direction and said substantial aperture aligning said enlarged tie plate apertures to compensate for manufacturing and erection tolerances and said tightening step comprises tightening said bolting means so as to enable slippage of said direct connection for rendering said building unit ductile.
 9. A method in accordance with claim 1 wherein said building unit includes a shim means having an aperture portion therein and said method further comprises the step of inserting said shim means between said wall slab top position tie plate and said floor slab one end portion tie plate, said aperture aligning step comprises substantially aligning said tie plate apertures and said shim aperture to provide said through hole, and said direct connection step comprises directly connecting said first floor slab end portion to said wall slab portion by initially threading said bolting means through said through hole and tightening said bolting means until said slabs are directly secured in said predetermined position with respect to each other with said tie plates bearing in compression through said shim means interposed therebetween and on tension and sheer through said bolting means. 